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    Postearthquake Vertical Load-Carrying Capacity of Extended Pile Shafts in Cohesionless Soils: Quasi-Static Test and Parametric Studies

    Source: Journal of Bridge Engineering:;2022:;Volume ( 027 ):;issue: 008::page 04022071
    Author:
    Lianxu Zhou
    ,
    Aijun Ye
    ,
    Fangyou Chen
    DOI: 10.1061/(ASCE)BE.1943-5592.0001918
    Publisher: ASCE
    Abstract: The belowground portion of extended pile-shaft-supported bridges is usually prone to earthquake-induced damage during earthquake shakings. The unobservable pile damage below the ground surface makes it difficult and time-consuming to estimate the functionality loss of these damaged bridges and decide whether to reopen them for emergency traffic after an earthquake. Therefore, the reliable and rapid evaluation of the postearthquake vertical load-carrying capacity of extended pile shafts is essential for postearthquake recovery. To this end, one extended pile-shaft specimen in homogeneous sand was first subjected to the lateral cyclic loads applied to the column head in the laboratory to simulate earthquake loads. A pushdown test was then performed on this laterally damaged specimen to determine its residual vertical load-carrying capacity. After that, a finite element model based on the beam on a nonlinear Winkler foundation (BNWF) for the quasi-static test was built and validated using the experimental data. Finally, a comprehensive parametric study was carried out to investigate the postearthquake vertical load-carrying capacity of extended pile shafts, exhibiting a lateral residual displacement, considering the variation of structure and soil parameters. After that, a continuous loss model for the vertical load-carrying capacity of the extended pile shafts in cohesionless soils was developed. Results indicate that the ratio between the height of the aboveground column and the column diameter had a considerable impact on the residual vertical load-carrying capacity due to the P-Delta effect. The greater the ratio, the faster the normalized vertical strength degradation rate. The relative and mass densities of sandy soil and concrete strength had an insignificant impact on the normalized vertical strength. The relationship between the normalized vertical strength and the pile curvature ductility and the residual column drift ratio was described using piecewise linear regression models in logarithmic space, respectively. Based on the loss model, multilevel limit values of the peak pile curvature ductility and the residual column drift ratio were recommended for different traffic capacity levels of extended pile-shaft-supported bridges. This research represents a first step toward developing a rapid postearthquake assessment approach for the extended pile-shaft-supported bridges.
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      Postearthquake Vertical Load-Carrying Capacity of Extended Pile Shafts in Cohesionless Soils: Quasi-Static Test and Parametric Studies

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    http://yetl.yabesh.ir/yetl1/handle/yetl/4286809
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    contributor authorLianxu Zhou
    contributor authorAijun Ye
    contributor authorFangyou Chen
    date accessioned2022-08-18T12:33:30Z
    date available2022-08-18T12:33:30Z
    date issued2022/06/15
    identifier other%28ASCE%29BE.1943-5592.0001918.pdf
    identifier urihttp://yetl.yabesh.ir/yetl1/handle/yetl/4286809
    description abstractThe belowground portion of extended pile-shaft-supported bridges is usually prone to earthquake-induced damage during earthquake shakings. The unobservable pile damage below the ground surface makes it difficult and time-consuming to estimate the functionality loss of these damaged bridges and decide whether to reopen them for emergency traffic after an earthquake. Therefore, the reliable and rapid evaluation of the postearthquake vertical load-carrying capacity of extended pile shafts is essential for postearthquake recovery. To this end, one extended pile-shaft specimen in homogeneous sand was first subjected to the lateral cyclic loads applied to the column head in the laboratory to simulate earthquake loads. A pushdown test was then performed on this laterally damaged specimen to determine its residual vertical load-carrying capacity. After that, a finite element model based on the beam on a nonlinear Winkler foundation (BNWF) for the quasi-static test was built and validated using the experimental data. Finally, a comprehensive parametric study was carried out to investigate the postearthquake vertical load-carrying capacity of extended pile shafts, exhibiting a lateral residual displacement, considering the variation of structure and soil parameters. After that, a continuous loss model for the vertical load-carrying capacity of the extended pile shafts in cohesionless soils was developed. Results indicate that the ratio between the height of the aboveground column and the column diameter had a considerable impact on the residual vertical load-carrying capacity due to the P-Delta effect. The greater the ratio, the faster the normalized vertical strength degradation rate. The relative and mass densities of sandy soil and concrete strength had an insignificant impact on the normalized vertical strength. The relationship between the normalized vertical strength and the pile curvature ductility and the residual column drift ratio was described using piecewise linear regression models in logarithmic space, respectively. Based on the loss model, multilevel limit values of the peak pile curvature ductility and the residual column drift ratio were recommended for different traffic capacity levels of extended pile-shaft-supported bridges. This research represents a first step toward developing a rapid postearthquake assessment approach for the extended pile-shaft-supported bridges.
    publisherASCE
    titlePostearthquake Vertical Load-Carrying Capacity of Extended Pile Shafts in Cohesionless Soils: Quasi-Static Test and Parametric Studies
    typeJournal Article
    journal volume27
    journal issue8
    journal titleJournal of Bridge Engineering
    identifier doi10.1061/(ASCE)BE.1943-5592.0001918
    journal fristpage04022071
    journal lastpage04022071-16
    page16
    treeJournal of Bridge Engineering:;2022:;Volume ( 027 ):;issue: 008
    contenttypeFulltext
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